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P-06-29

Forsmark site investigation

Borehole KFM09A

Normal loading and shear tests on joints

Lars Jacobsson, Mathias Flansbjer

SP Swedish National Testing and Research Institute

November 2006

Svensk Kärnbränslehantering ABSwedish Nuclear Fueland Waste Management CoBox 5864SE-102 40 Stockholm Sweden Tel 08-459 84 00 +46 8 459 84 00Fax 08-661 57 19 +46 8 661 57 19

CM

Gru

ppen

AB

, Bro

mm

a, 2

007

ISSN 1651-4416

SKB P-06-29

Forsmark site investigation

Borehole KFM09A

Normal loading and shear tests on joints

Lars Jacobsson, Mathias Flansbjer

SP Swedish National Testing and Research Institute

November 2006

Keywords: Rock mechanics, Joint test, Normal stiffness, Shear stiffness, Shear strength, Deformation, AP PF 400-05-111.

This report concerns a study which was conducted for SKB. The conclusions and viewpoints presented in the report are those of the authors and do not necessarily coincide with those of the client.

A pdf version of this document can be downloaded from www.skb.se

�

Abstract

Normal loading tests and shear tests on joints on 6 rock specimens from borehole KFM09A in Forsmark, Sweden, have been carried out. The specimens were taken from cores of medium-grained granite at a depth level ranging between 4�1–685 m borehole length.

Two load cycles with a normal loading to 10 MPa were conducted in the normal loading tests on each specimen in order to investigate the joint stiffness in the normal direction. Moreover, three shear cycles were conducted in the shear tests on each specimen; at 0.5 MPa, 5 MPa and 20 MPa constant normal stress level. The peak and residual shear stresses were deduced from the tests. The specimens were photographed before as well as after the mechanical tests.

The mean value for the peak shear stress and the residual stress were 0.79 MPa respectively 0.59 MPa for the 0.5 MPa normal stress level, 4.41 MPa respectively �.79 MPa for the 5 MPa normal stress level and 14.45 MPa respectively 1�.�6 MPa for the 20 MPa stress level.

4

Sammanfattning

Normalbelastnings- och skjuvförsök har genomförts på 6 stycken naturliga sprickor i bergprov från borrhål KFM09A i Forsmark. Proven har tagits från borrkärnor vid en djupnivå mellan 4�1–685 m borrhålslängd. Proven bestod av bergarten medelkornig granit.

I normalbelastningsförsöken belastades sprickorna med två lastcykler i normalriktningen med en belastning upp till 10 MPa. Under skjuvförsöken genomfördes tre skjuvcykler på sprickorna med en konstant normalspänning på respektive 0,5 MPa, 5 MPa och 20 MPa. Toppvärdet och residualvärdet på skjuvspänningen vid de olika normalspänningsnivåerna bestämdes ur dessa försök. Provobjekten fotograferades såväl före som efter de mekaniska proven.

Medelvärdena för toppvärdet och residualvärdet hos skjuvspänningen i de olika skjuvförsöken låg på respektive 0,79 MPa och 0,59 MPa med 0,5 MPa normalspänning, 4,41 MPa och �,79 MPa med 5 MPa normalspänning respektive 14,45 MPa och 1�,�6 MPa med 20 MPa normalspänning.

5

Contents

1 Introduction 7

2 Objective and scope 9

3 Equipment 11�.1 Specimen preparation 11�.2 Mechanical testing 11

4 Execution 1�4.1 Description of the samples 1�4.2 Specimen preparation 1�4.� Mechanical testing 14

4.�.1 Normal loading test 144.�.2 Shear test 16

4.4 Data handling 174.5 Analyses and interpretation 17

4.5.1 Normal loading test 174.5.2 Shear test 18

4.6 Nonconformities 18

5 Results 195.1 Description and presentation of the specimens 195.2 Results for the entire test series �2

References ��

7

1 Introduction

Normal loading and shear tests on joints have been conducted on specimens sampled from borehole KFM09A in Forsmark, Sweden, see map in Figure 1-1. These tests belong to one of the activities performed as part of the site investigation in the Forsmark area managed by the Swedish Nuclear Fuel and Waste Management Co (SKB) /1/. The tests were carried out in the material and rock mechanics laboratories at the department of Building Technology and Mechanics at Swedish National Testing and Research Institute (SP).

Borehole KFM09A is a telescopic drilled borehole inclined c. 60° from the horizontal plane and with a total length of approximately 800 m.

The controlling documents for the activity are listed in Table 1-1. Both Activity Plan and Method Description are SKB’s internal controlling documents, whereas the Quality Plan referred to in the table is an SP (The Swedish National Testing and Research Institute) internal controlling document. The method description 190.005e is partly based on the ISRM suggested method /2/.

SKB supplied SP with rock cores, which arrived at SP in January 2006 and were tested during June 2006. Specimens were cut from cores containing natural fractures and selected based on the preliminary core logging with the strategy to primarily investigate the mechanical properties in joints of the dominant rock types.

The mechanical testing is divided into two different tests, the normal loading test and the shear test. Two normal loading cycles with loading between 0.5 MPa and 10 MPa were carried out in the normal loading test. A direct measurement of the joint displacement is obtained by use of crack opening displacement gauges (COD). In the shear test, three successive shear cycles were conducted with a constant normal stress, at 0.5, 5 and 20 MPa, respectively. The shear deforma-tion was controlled and given a constant deformation rate and the shear stress and the normal deformation in the joint were recorded during the test. The peak and residual shear stress at each shear cycle were determined from the shear test. The specimens were photographed before as well as after the mechanical testing.

Table1‑1. Controllingdocumentsforperformanceoftheactivity.

Activityplan Number Version

KFM09A. Bergmekaniska och termiska laboratoriebestämningar AP PF 400-05-111 1.0

Methoddescription Number VersionNormal stress and shear tests on joints SKB MD 190.005e 2.0QualityplanSP-QD 13.1

8

Figure 1-1. Location of all deep core drilled boreholes completed up February 2006 within or close to the Forsmark candidate area. The projection of each borehole on the horizontal plane at top of casing is also shown in the figure.

9

2 Objectiveandscope

The purpose of the tests in this report is to determine the mechanical properties of natural fractures in rock specimens from borehole KFM09A at Forsmark. The activity comprised testing of six rock specimens. The behaviour of the joints is investigated during normal loading and shear loading tests. The aim of the normal loading tests is to determine the relation between the normal stress and the normal deformation of the joints. Further, the joint friction represented by the peak and residual shear stresses together with the dilatancy of the joints during shearing at different constant normal stress levels were obtained from the shear tests. The results from the tests are going to be used in the site descriptive rock mechanics model, which will be established for the candidate area selected for site investigations at Forsmark.

11

3 Equipment

3.1 SpecimenpreparationA circular saw with a diamond blade was used to cut out and trim the specimens to the final shape. The specimen dimensions were measured by means of a sliding calliper.

Before each of the normal loading test and the shear test, the specimens were cast in special holders (one upper and one lower). A device for holding the specimens in a fixed position was used during casting. Further, a specially designed fixture was used to clamp the two halves of the holder in the exact position relative to each other. This is of great importance in order to obtain the correct initial conditions for the tests.

For the normal loading test the specimens were cast in fast-setting cement. The thickness of the cement layer was chosen to be as thin as possible to obtain a stiff support, at the same time as the stress was allowed to be evenly distributed to avoid cracking of the rock specimen.

For the shear test, a two-component epoxy mixed with quartz sand was used to cast the specimens. The sand increases the stiffness of the epoxy mix. The specimens were cured in a heat chamber in order to speed up the hardening process.

A digital camera with 4 Mega pixels has been used to photograph the specimens.

3.2 MechanicaltestingA servo hydraulic testing machine, designed for direct shear tests, has been used for the normal loading and shear tests, see Figure �-1. The machine is supplied with two shear boxes, one upper and one lower. The upper box can be moved vertically and the lower box horizontally. Two actuators, one acting vertically and one acting horizontally, are used to apply the forces in the two directions (degrees of freedoms). Two linear bearings are guiding the lower box in order to obtain a controlled linear movement. The maximum stroke is 100 mm in the vertical direction and +/– 50 mm in the shear direction.

In the normal loading test the normal displacement over the joint is measured by the use of two crack opening displacement gauges (COD) attached at two opposite sides of the rock specimen. Each of the CODs has a measurement range of 4 mm and a relative error less than 1%. The average value of these two CODs is used to represent the normal deformation over the rock joint presented in the results section.

In the shear test the normal and shear displacements are measured by means of LVDTs. The vertical displacement between the shear boxes is measured by four LVDTs, positioned in a square pattern around the specimen, one in each corner. Each of the LVDTs has a measurement range of 5 mm and a relative error less than 1%. The average value of these four LVDTs is used to represent the vertical (normal) displacement presented in the results section. The relative displacement between the shear boxes in the horizontal (shear) direction is measured by one LVDT, which has a 10 mm range and a relative error less than 1%.

The maximum vertical (normal) load that can be applied is �00 kN and the maximum load in the horizontal (shear) direction is +/– �00 kN. Load cells are used to measure the forces in both directions. The accuracy of the load measurement is within 1%. The machine is connected to a digital controller with a computer interface for setting up and running tests.

12

Figure 3-1. Equipment for direct shear tests and digital controller unit.

1�

4 Execution

The mechanical testing is divided into two separate tests, the normal loading test and the shear test. The tests were carried out according to the method description SKB 190.005e (SKB inter-nal controlling document). The test method follows ISRM suggested methods for determining shear strength /2/.

For each specimen, a form containing specimen dimensions is filled in. Further, the form also contains comments and observations during the different test steps. Moreover, a check list is filled in during the work in order to confirm that the different specified steps have been carried out. The specimens are photographed before and after the mechanical tests.

4.1 DescriptionofthesamplesThe rock type characterisation was made according to Stråhle /�/ using the SKB mapping (Boremap). The identification marks, upper and lower sampling level (Secup and Seclow) and the rock type/occurrence are shown in Table 4-1.

4.2 SpecimenpreparationThe specimens are cut out from rock cores. The pieces are shaped and trimmed to obtain a total thickness h of approximately �0 mm and a maximum length l of 60 mm, cf. Figure 4-1. The specimens will therefore have similar shape and joint area size.

An overview of the activities during the specimen preparation is shown in the step-by-step description in Table 4-2.

Table4‑1. Specimenidentification,samplinglevelandrocktype/occurrenceforallspecimens(basedontheBoremapoverview).

Identification Adjsecup[m]

Adjseclow[m]

FractureAdjlength[m]

Rocktype/occurrence

KFM09A-117-1 431.35 431.52 431.44 Medium-grained graniteKFM09A-117-2 450.84 451.06 450.95 Medium-grained granite

KFM09A-117-4 575.76 575.89 575.82 Medium-grained graniteKFM09A-117-5 669.30 669.64 669.48 Medium-grained graniteKFM09A-117-6 683.47 683.62 683.55 Medium-grained graniteKFM09A-117-7 684.60 684.75 684.68 Medium-grained granite

Table4‑2. Activitiesduringthespecimenpreparation.

Step Activity

1 Mark the drill cores at the position of the joints selected for testing.2 Cut out the specimens from the cores and trim them to the specified dimensions.

3 Measure the specimen dimensions and calculate the joint surface area.4 Take digital photos of each specimen.

14

4.3 MechanicaltestingThe mechanical testing is divided into two separate tests, the normal loading test and the shear test. The program controlling the tests is divided into four parts, one part for the two normal loading cycles and one program each for the three shear tests, resulting in four separate data files for each specimen.

4.3.1 NormalloadingtestThe specimens are grouted in steel holders, which consist of one upper and one lower half, using fast-setting cement, see Figure 4-2. A direct measurement of the joint displacement is obtained by use of crack opening displacement gauges (COD) that are attached between two small metal pieces glued to the opposite sides of the rock joint.

First, the two pairs of small metal pieces, to be used as holders for the COD gauges, are glued onto two opposite sides of the rock specimen. One half of the specimen is cast by pouring the cement into the holder with the specimen held in correct position. The cement is hard enough after one hour to fixate the specimen. The second half of the specimen is positioned relative to the first one such that the two specimen pieces best fit together implying that the joint is optimally closed. The second half of the holder is then mounted on top of the first one with a 26 mm gap between the two halves and turned upside down. The second half is cast by pouring cement into the holder. The cement is fully hardened after one day in room temperature.

Two load cycles, with a normal loading between 0.5 MPa and 10 MPa, were conducted in the normal loading tests on each specimen. The test was conducted with a loading/unloading rate of 10 MPa/min. The normal deformation over the joint measured by the COD gauges was recorded. After the test was completed, the specimen was removed from the grout and the metal pieces were removed from the specimen.

An overview of the activities during the normal loading test is shown in the step-by-step description in Table 4-�.

Figure 4-1. Principle of specimen processing. Left: Cylindrical core containing a joint. The dashed lines show the cutting lines; Right: Specimen after processing.

l ~ 60 mm

Center of joint

h ~ 30 mm

15

Table4‑3. Activitiesduringthenormalloadingtest.

Step Activity

1 Glue the metal pieces onto the specimen.2 Cast the specimens into the specimen holders.

3 Mount the specimen holders in the shear testing machine.4 Attach the two COD gauges.5 Perform the normal loading tests with two load cycles. Zero the channels for the normal deformation

measurement before the test at 0.5 MPa normal stress. The specified loading/unloading rate is 10 MPa/min.

6 Take out the specimens from the shear boxes.7 Remove the metal pieces and holders from the specimen.8 Store the test results on the computer network.

4.3.2 SheartestThe specimens are cast in steel holders using an epoxy that is reinforced with fine quartz sand in order to increase the stiffness, see Figure 4-�. The specimen halves are positioned relative to each other such that the two specimen pieces best fit together implying that the fracture or joint is optimally closed. This will be termed the zero or the initial position for the shear displacement in conjunction with the shear tests. One half is cast first by pouring the epoxy into the holder with the specimen held in correct position. The epoxy is hard enough after one day to fixate the specimen. The second half of the holder is then mounted on top of the first one with a 6 mm gap between the two halves and turned upside down.

The second half is cast by pouring epoxy into the holder. After one half to one day, the holders with the cast specimens are put in a heat chamber with 40°C. The epoxy is fully hardened after three days in the heat chamber and the holders with the specimens are taken out to cool down to room temperature.

Figure 4-2. Specimen cast with cement in the specimen holder for the normal loading tests.

Holder

Cement

Steelpieces

26 mm

16

Three successive shear tests were conducted with a constant normal stress, at 0.5, 5 and 20 MPa, respectively. Each joint was sheared with a constant displacement rate to a final displacement value slightly exceeding 2, � and 5 mm for the 0.5, 5 and 20 MPa normal stress levels. The shear tests were finished by unloading the shear stress to zero. The normal stress was lowered to 0.2 MPa before the shear position was restored to its starting point (zero shear displacement) for the following shear test. Both the normal and the shear displacements in the joint were recorded in the shear tests.

An overview of the activities during the shear test is shown in the step-by-step description in Table 4-4.

Table4‑4. Activitiesduringthesheartest.

Step Activity

1 Cast the specimens into the specimen holders.2 Mount the specimen holders in the shear testing machine.

3 Perform the shear tests at the three constant normal stress levels, 0.5 MPa, 5 MPa and 20 MPa:

• Apply a normal stress of 0.5 MPa and zero the deformation channels.

• Increase the normal stress to the prescribed value for the actual test.

• Apply a shear deformation with a rate of 0.5 mm/min and shear until the shear displacement reaches 2, 3 or 5 mm respectively for the 0.5 MPa, 5 MPa and 20 MPa stress levels.

• Unload the shear stress to zero.

• Unload the normal stress to 0.2 MPa and restore the shear deformation to zero (initial position).

Repeat this for the three shear cycles.4 Take out the specimens from the shear boxes.5 Take digital photos of each specimen.6 Store the test results on the computer network.

Figure 4-3. Specimen cast in the specimen holder for the shear tests.

6 mm

Holder

Epoxy

17

4.4 DatahandlingThe test results were exported as text files from the test software and stored in a file server on the SP computer network after each completed test. The main data processing, in which the peak and residual shear stresses were determined, has been carried out in the program MATLAB /4/. Moreover, MATLAB was used to produce the diagrams shown in Section 5.1. The summary of results in Section 5.2 with tables containing mean value and standard deviation of the different parameters and diagrams were produced using MS Excel. MS Excel was also used for reporting data to the SICADA database. Data are traceable in SICADA by the activity plan number.

4.5 Analysesandinterpretation4.5.1 NormalloadingtestThe results of the normal loading tests with direct deformation measurement are represented by normal stress-normal deformation relations. The normal stress σN is defined as

AFN

N =σ

where FN is the normal force acting on the joint and A is the area of the joint. In the normal loading tests the joint deformation in the normal direction, δN, is defined as

2COD2COD1

Nδδ

δ+

=

where δCOD1 and δCOD2 are the measured displacements recorded by the two COD gauges during the tests.

4.5.2 SheartestIn the shear tests, the normal stress σN and shear stress σS are defined as

A

FNN =σ and

AFS

S =σ

where FN is the normal force and FS is the shear force acting on the joint and A is the joint area. The peak value σSP and the residual value σSR of the shear stress σS on each of the three shear cycles are determined. The peak value is defined as the maximum value during the whole shear cycle. The residual value is defined as the mean value of the shear stress of the last 0.5 mm of the shear cycle before the unloading of the shear stress for the 0.5 and 5 MPa normal stress levels and the last 1 mm for the 20 MPa normal stress level. In some cases the actual shear force is fluctuating up and down caused by a stick-slip response that is achieved during the shear process due to the uneven surfaces in the joints. The shear stress used when the residual value is evaluated, is defined as the envelope obtained by interconnecting the sub-peaks obtained during shearing. The distance between the sampled sub-peak points during the tests is quite coarse which makes the mean value calculation less accurate. New data points are therefore added in the interval for the mean value calculation with a linear interpolation, if the distance in the shear direction between the sampled sub-peaks is less than 0.01 mm. The new points are equidistantly distributed and the number of new points that are created are determined with the criterion that the distance of the added points should be just less or equal to 0.01 mm.

18

The shear deformation δS is represented by the relative displacement between the shear boxes in the horizontal (shear) direction measured by one LVDT. The normal deformation δN is defined as the average value of four LVDTs used to measure the vertical (normal) displacement between the two shear boxes.

A part of the normal deformations and shear deformations measured in the shear tests belong to the deformations in the epoxy, in the holders and shear boxes and in the contact surfaces between the specimen holders and the shear boxes. However, the system deformations during the shear tests are of less significance for the results and no correction is made.

4.6 NonconformitiesThe testing was conducted according to the method description and the activity plan with no departures.

19

5 Results

The test results of the individual specimens are presented in Section 5.1, and a summary of the results is given in Section 5.2. The reported parameters are based both on unprocessed raw data obtained from the testing and processed data and were reported to the SICADA database. These data together with the digital photographs of the individual specimens were stored on a CD and handed over to SKB. The handling of the results follows SDP-508 (SKB internal controlling document) in general.

5.1 DescriptionandpresentationofthespecimensThe specimens and joints before casting and after testing are shown on photos. Comments on observations appeared during the testing are reported. The results from the normal loading tests are shown in the upper diagrams and the results from shear tests in the middle and the lower diagrams. The results from the shear tests for the three normal stress levels are displayed in black (0.5 MPa), green (5 MPa) and blue (20 MPa), respectively. Furthermore, the red triangle markers show the peak shear stresses and the red square markers indicate the residual stresses. Moreover, the dilatancy in the joints is derived from the shearing part of the three shear cycles.

20

SpecimenID:KFM09A‑117‑1

Beforemechanicaltest

Aftermechanicaltest

Comments Upper half: At the front end of the specimen, one crack across the joint surface was observed.

Lower half: At the rear end of the specimen, small pieces have spalled off.

21

0 0.01 0.02 0.03 0.04 0.05 0.060

2

4

6

8

10

Normal displacement δN

[mm]

Nor

mal

str

ess

σ N [M

Pa]

−1 0 1 2 3 4 5 6 7 80

5

10

15

20

Shear displacement δS [mm]

She

ar s

tres

s σ S

[MP

a]

−1 0 1 2 3 4 5 6 7 8

−1

−0.5

0

0.5


Nor

mal

dis

plac

emen

t δN

[mm

]

Specimen ID: KFM09A−117−01Joint area : 26.4 cm2

22



Aftermechanicaltest

Comments Upper half: At the front end of the specimen, one crack across the joint surface was observed. At the rear end of the specimen, small pieces have spalled off.


2�

0 0.01 0.02 0.03 0.04 0.05 0.060

2

4

6

8

10


[mm]

Nor

mal

str

ess

σ N [M

Pa]

−1 0 1 2 3 4 5 6 7 80

5

10

15

20


She

ar s

tres

s σ S

[MP

a]

−1 0 1 2 3 4 5 6 7 8

−1

−0.5

0

0.5


Nor

mal

dis

plac

emen

t δN

[mm

]

Specimen ID: KFM09A−117−02Joint area : 27 cm2

24



Aftermechanicaltest

Comments Upper half: At the rear end of the specimen, small pieces have spalled off.

Lower half: At the middle of the specimen, one crack across the joint surface was observed. At the rear end of the specimen, small pieces have spalled off.

25

0 0.01 0.02 0.03 0.04 0.05 0.060

2

4

6

8

10


[mm]

Nor

mal

str

ess

σ N [M

Pa]

−1 0 1 2 3 4 5 6 7 80

5

10

15

20


She

ar s

tres

s σ S

[MP

a]

−1 0 1 2 3 4 5 6 7 8

−1

−0.5

0

0.5


Nor

mal

dis

plac

emen

t δN

[mm

]


26



Aftermechanicaltest


Lower half: At the rear end of the specimen, small pieces have spalled off. One small crack was observed at middle of the specimen.

27

0 0.01 0.02 0.03 0.04 0.05 0.060

2

4

6

8

10


[mm]

Nor

mal

str

ess

σ N [M

Pa]

−1 0 1 2 3 4 5 6 7 80

5

10

15

20


She

ar s

tres

s σ S

[MP

a]

−1 0 1 2 3 4 5 6 7 8

−1

−0.5

0

0.5


Nor

mal

dis

plac

emen

t δN

[mm

]

Specimen ID: KFM09A−117−05Joint area : 27 cm2

28



Aftermechanicaltest



29

0 0.01 0.02 0.03 0.04 0.05 0.060

2

4

6

8

10


[mm]

Nor

mal

str

ess

σ N [M

Pa]

−1 0 1 2 3 4 5 6 7 80

5

10

15

20


She

ar s

tres

s σ S

[MP

a]

−1 0 1 2 3 4 5 6 7 8

−1

−0.5

0

0.5


Nor

mal

dis

plac

emen

t δN

[mm

]


�0



Aftermechanicaltest


Lower half: At the rear end of the specimen, small pieces have spalled off. Two cracks were observed across the joint surface; one at the middle and one at the front end of the speci-men.

Some small amount of epoxy was observed in the joint and across the joint at the side of the specimen. The epoxy in the joint clearly affects the peak shear strength at the first shear load cycle. However, due to the limited distribution and thickness of the epoxy layer, the influence on the results after it has been broken is probably negligible.

�1

0 0.01 0.02 0.03 0.04 0.05 0.060

2

4

6

8

10


[mm]

Nor

mal

str

ess

σ N [M

Pa]

−1 0 1 2 3 4 5 6 7 80

5

10

15

20


She

ar s

tres

s σ S

[MP

a]

−1 0 1 2 3 4 5 6 7 8

−1

−0.5

0

0.5


Nor

mal

dis

plac

emen

t δN

[mm

]


�2

5.2 ResultsfortheentiretestseriesA summary of the test results is shown in Tables 5-1 and 5-2.

Table5‑1. Summaryofresults.

Identification Area[cm2]

Peak05[MPa]

Resid05[MPa]

Peak5[MPa]

Resid5[MPa]

Peak20[MPa]

Resid20[MPa]

Comments

KFM09A-117-1 26.4 0.79 0.65 5.04 4.41 16.37 15.15KFM09A-117-2 27.0 0.87 0.61 5.10 3.66 15.19 12.97

KFM09A-117-4 25.9 0.66 0.50 4.24 4.10 14.90 13.30KFM09A-117-5 27.0 0.88 0.52 4.37 3.76 14.62 14.00KFM09A-117-6 26.2 0.76 0.69 4.01 3.40 13.30 13.00KFM09A-117-7 26.1 (1.98) 0.56 3.70 3.43 12.35 11.73 Small amount of

epoxy in the joint.

The result in brackets is not representative for the test.

Table5‑2. Calculatedmeanvaluesandstandarddeviation(Stddev).

Peak05[MPa]

Resid05[MPa]

Peak5[MPa]

Resid5[MPa]

Peak20[MPa]

Resid20[MPa]

Mean value (all specimens) 0.79 1) 0.59 4.41 3.79 14.45 13.36Std dev (all specimens) 0.09 1) 0.07 0.56 0.40 1.43 1.14

1) The result from specimen KFM09-117-7 is excluded in this value.

��

References

/1/ SKB, 2001. Site investigations. Investigation methods and general execution programme. SKB TR-01-29, Svensk Kärnbränslehantering AB.

/2/ ISRM, 1974. Suggested methods for determining shear strength. Part 2: Suggested method for laboratory determination of direct shear strength. Final draft.

/�/ Stråhle A, 2001. Definition och beskrivning av parametrar för geologisk, geofysisk och bergmekanisk kartering av berg, in Swedish. SKB-01-19, Svensk Kärnbränslehantering AB.

/4/ MATLAB, 2002. The Language of Technical computing, Version 6.5, MathWorks Inc.

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